Issue 51

A. Chikh, Frattura ed Integrità Strutturale, 51 (2020) 115-126; DOI: 10.3221/IGF-ESIS.51.09 122 0,0 0,5 1,0 1,5 2,0 2,5 3,0 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1 1,2 1,3 1,4 w K p /  2 K w =0 K w =10 K w =20 K w =50 K w =100 Figure 2: Variation of the non-dimensional transverse displacement 4 ( / 2)100 ( / 2) c w L E I w L qL  of an isotropic-homogeneous beam with Pasternak parameter p K and Winkler parameter w K . 0,0 0,5 1,0 1,5 2,0 2,5 3,0 5 10 15 20 25 30 35 40 45 50 N K p /  2 K w =0 K w =10 K w =20 K w =50 K w =100 Figure 3: Variation of the non-dimensional buckling load parameter N of an isotropic-homogeneous beam with Pasternak parameter p K and Winkler parameter w K .